HomeMy Public PortalAboutOrdinance 695ORDINANCE NO. 695
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF BEAUMONT,
CALIFORNIA, ADDING CHAPTER 15.42 TO THE BEAUMONT MUNICIPAL CODE
DEALING WITH EARTHQUAKE HAZARD REDUCTION IN EXISTING UNREINFORCED
MASONRY BEARING WALL BUILDINGS.
BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF BEAUMONT, STATE
OF CALIFORNIA, AS FOLLOWS:
SECTION 1: Chapter 15.42 is hereby added to the
Beaumont Municipal Code to read as follows:
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CHAPTER 15.42
EARTHQUAKE HAZARD REDUCTION
IN EXISTING UNREINFORCED MASONRY
BEARING WALL BUILDINGS
Purpose
Section 15.42.010. The purpose of this chapter is to
promote public safety and welfare by reducing the risk of death
or injury that may result from the effects of earthquakes on
unreinforced masonry bearing wall buildings.
The provisions of this chapter are intended as minimum standards
for structural seismic resistance established primarily to reduce
the risk of life loss or injury. Compliance with these standards
will not necessarily prevent loss of life or injury or prevent
earthquake damage to rehabilitated buildings. This chapter does
not require alteration of existing electrical, accessibility,
plumbing, mechanical or fire safety systems unless they consti-
tute a hazard to life or property.
Scope
Section 15.42.020. The provisions of this chapter shall
apply to all existing buildings not exceeding two stories in
height having at least one unreinforced bearing wall as defined
herein.
EXCEPTIONS: This chapter shall not apply to the
following:
1. Buildings classified as essential facilities in Table
No. 23-K, 1988 Uniform Building Code.
2. Buildings classified as hazardous facilities in Table
No. 23-K, 1988 Uniform Building Code.
3. Detached dwellings.
4. Detached apartment houses containing less than five (5)
dwelling units which are used solely for residential
purposes.
Page 2
Alternate Materials and Methods of Construction
Section 15.42.030. Alternate materials, designs and
methods of construction may be approved by the building official
in accordance with the 1988 Uniform Building Code.
Definitions
Section 15.42.040. For the purpose of this chapter,
certain terms are defined as follows:
CROSS WALLS: Cross walls are interior walls of masonry or
wood frame construction with surface finish of wood lath and
plaster, minimum 1/2 inch thick gypsum wallboard or solid hori-
zontal wood sheathing. In order to be considered as a cross wall
within the intent of this chapter, cross walls shall be spaced
not more than 40 feet apart in each story, and shall be full
story height with a minimum length of one and one-half times the
story height.
UNREINFORCED MASONRY BEARING WALL BUILDING: A building
containing a minimum of one (1) wall having the following
characteristics:
1. Provides the vertical support for a floor or roof.
2. The total superimposed load is over 100 pounds per
linear foot.
3. The area of reinforcing steel, if any, is less than 50
percent of that required by Section 2407(h)48 of the
1988 Uniform Building Code.
In an unreinforced masonry bearing wall building as defined above
all unreinforced masonry walls (including non bearing walls)
shall be reinforced as per this chapter.
Administration
Section 15.42.050. (a) Service of Order. The building
official shall issue an order, as provided in Subsection (b), to
the owner of each building within the scope of this chapter
within one year from the effective date of this chapter.
(b) Contents of Order. The order shall be in writing and
shall be served either personally or be certified or registered
mail upon the owner. The order shall specify that the building
has been determined by the building official to be within the
scope of this chapter and, therefore, is required to meet the
minimum standards of this chapter. The order shall specify the
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degree of compliance required by this chapter and shall be
accompanied by a copy of this chapter and shall specify the time
limits for compliance.
(c) Appeal From Order. The owner or the owner's authorized
agent may appeal to the Planning Commission the building
official's initial determination that the building is within the
scope of this chapter. Such appeal shall be filed with the City
Clerk within 60 days from the service date of the order described
in Subsection (b). Any such appeal shall be decided by the
Planning Commission no later than 60 days after the date that the
appeal is filed. Such appeal shall be made in writing upon
appropriate forms provided therefore by the building official and
the grounds thereof shall be stated clearly and concisely. Each
appeal shall be accompanied by a filing fee as set forth by
resolution of the City Council. Any person not satisfied with a
determination by the Planning Commission may appeal said
determination by the manner set forth in Section 17.70.200b, 7,
8, and 9 of the Beaumont Municipal Code.
Appeals or requests for modifications from any other
determinations, orders, or action by the building official
pursuant to this chapter, shall be made in accordance with the
appeal procedures established Section 17.70.200b of this code.
(d) Recordation. At the time that the aforementioned order
is served, the building official shall file with office of the
county recorder a certificate stating that the subject building
is within the scope of Chapter 15.42, Earthquake Hazard Reduction
in Existing Unreinforced Masonry Bearing Wall Buildings. The
certificate shall also state that the owner thereof has been
ordered to structurally analyze the building and to structurally
alter or demolish it where it is not found to comply with this
chapter.
(e) Termination of Status. If the building is found not to
be within the scope is this chapter, or as a result of structural
alterations or an analysis is found to be structurally capable of
resisting minimum seismic forces required by this chapter; or is
demolished; the building official shall file with the Office of
the County Recorder a certificate terminating the status of the
subject building as being classified within the scope of this
chapter.
(f) Enforcement. If the owner fails to comply with any
order issued by the building official pursuant to this chapter
within any of the time limits set forth in Section 15.42.060, the
building official shall order the entire building vacated and
remain vacated until such order has been complied with. If
compliance with such order has not been accomplished within 90
days after the date the building has been ordered vacated, or by
such additional time as may have been granted by the City
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Council, the building official may initiate proceedings in
accordance with the Uniform Code for the Abatement of Dangerous
Buildings.
General Requirements
Section 15.42.060. (a) General. Unreinforced masonry
bearing wall buildings subject to this chapter shall undergo
structural alterations necessary to comply with the minimum
requirements set forth in this chapter. As an alternate, said
buildings may be demolished subject to the requirements of the
Uniform Building Code.
(b) Mandatory Requirements. 1. Compliance with Standards.
Unreinforced masonry buildings shall comply with provisions of
this chapter. Should an owner elect to strengthen a building
beyond the mandatory requirements set forth herein, such
additional strengthening work shall comply with other recognized
standards as approved by the building official.
2. Change in Use. After the effective date of this chapter
the time limits set forth in Table No. 15.42-A shall not apply to
any building which will undergo a change of use or occupancy
which will result in the building being classified as a Group A
Occupancy having an occupant load of 100 or more. Before such
building may be used or occupied as a Group A Occupancy it shall
be made to comply with provisions of this chapter.
(c) Responsibility of Owner. The owner of each building
within the scope of this chapter shall cause a structural
analysis of the building to be made by civil or structural
engineer licensed by the State of California. If the building
does not meet the minimum earthquake standards specified in this
chapter, the owner shall either cause it to be structurally
altered to conform to such standards; or shall initiate
proceedings for demolition of the building.
Within 270 days after the service of the order specified in
Section 15.42.050, the owner shall comply with the requirements
set forth in this subsection by submitting to the building
official on of the following:
1. A structural analysis which shall demonstrate that the
building meets the minimum requirements of this chapter;
or
2. A structural analyses and plans for proposed structural
alterations necessary to make the building comply with
the minimum requirements of this chapter; or
Page 5
3. An application for the demolition of the building.
After plans are submitted and approved by the building
official, the owner shall obtain a building permit, commence and
complete the required construction or demolition within the time
limits set forth in Table No. 15.42-A.
Material Requirements
Section 15.42.070. (a) Existing Materials. All existing
materials utilized as part of the lateral force resisting system
shall be in sound condition or shall be removed and replaced with
new materials.
(b) Existing Unreinforced Masonry:
1. General. Unreinforced masonry walls shall be tested
as specified in this subsection. Masonry that does not meet or
exceed the minimum standards established by this Chapter shall be
removed and replaced by new materials or shall have its
structural functions replaced by new materials and anchored to
supporting elements.
2. Lay-up Walls. The facing and backing shall be
bonded so that not less than 4 percent of the wall surface of
each face is composed of solid headers extending not less than 4
inches into the backing. The distance between adjacent full-
length headers shall not exceed 24 inches either vertically or
horizontally. In walls in which a single header does not extend
through the wall, headers from opposite sides shall overlap at
least four inches, or headers from opposite sides shall be
covered with another header course overlapping the header below
at least four inches. Wythes of walls not bonded as described
above shall be considered as veneer. The veneer wythe shall not
be included in the effective thickness used in calculating the
height to thickness ratio of the wall unless it is bonded and
anchored to the backing in a manner acceptable to the building
official.
3. Mortar
unreinforced masonry
inplace shear tests
Alternate methods of
official.
A. Tests. The quality of mortar in
walls shall be determined by performing
in accordance with Standard 15.42-1.
testing may be approved by the building
B. Location of Tests. Shear tests shall be taken at
locations representative of the mortar conditions throughout the
entire building. The exact test location shall be determined at
the building site by the engineer in responsible charge of the
structural design work. An accurate record of such tests and
their location in the building shall be recorded and these
results shall be submitted to the building official for approval
as part of the structural analysis.
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C. Number of Tests. The minimum number of tests per
wall or line of wall elements providing a common line of
resistance to lateral forces shall be as follows: Two (2) tests
per wall with a minimum total number of 8 tests or one test per
1,500 square feet of wall area, whichever results in the greater
number of tests.
D. Minimum Quality Mortar. (i) Mortar shear test
values, vte, shall be obtained for each in-place shear test in
accordance with the following equation:
V to = Vtoot
WHERE:
✓ to
✓ toot
P p,L
/A. (7-1)
Mortar shear test value, in psi.
Shear stress at incipient
cracking for each in-place test
per Standard No. 15.42-1.
• Actual dead plus live load in
place at the time of testing, in
pounds.
Area of the wall supporting PD,L
at each in-place shear test.
(ii) Individual unreinforced masonry walls with v,
less than 30 psi shall be pointed prior to retesting.
(iii) The mortar shear strength, vte , is the value in
psi that is exceed by 80% of all of the mortar shear test values,
vto .
(iv) Unreinforced masonry with mortar shear strength,
Vte , less than 30 psi shall be removed or pointed and retested
or treated as veneer.
E. Pointing. All deteriorated mortar joints in unreinforced
masonry walls shall be pointed according to Standard No. 15.42-2.
Nothing shall prevent pointing with mortar of all masonry wall
joints before the tests are made.
Page 7
Quality Control
Section 15.42.080 (a) Pointing. Special inspection shall
be provided during preparation and mortar pointing.
(b) Shear Tests. In-place shear tests shall comply with
Section 15.42.070(b) and Standard 15.42-1.
(c) Existing Floor Level Wall Anchors. If existing rod
anchors are to be utilized as all or part of the required wall
anchorage system at the floor level, not less than 5 percent of
such existing rod anchors shall be tested by an approved testing
laboratory. The minimum number of anchors tested shall be four
per floor, with two tests at walls with joists framing into the
wall and two tests at walls with joists parallel to the wall but
not less tan 10 percent of the total number of existing tension
anchors at each level. The test apparatus shall be supported on
the masonry wall at a minimum distance of the wall thickness from
the anchor tested. The rod anchor shall be given a preload of
300 pounds prior to establishing a datum for recording elong-
ation. The tension test load reported shall be recorded at one-
eighth inch relative movement of the anchor and the adjacent
masonry surface. Results of all tests shall be reported. The
report shall include the test results as related to the wall
thickness and joint orientation. Ends of existing anchors shall
be secured into the wood framing by an approved method.
(d) Testing of Bolts. One-fourth of new embedded bolts in
unreinforced masonry walls shall be tested by a special inspector
using a torque calibrated wrench to the following minimum
torques:
1/2" diameter bolts or dowels = 40 foot -lbs.
5/8" diameter bolts or dowels = 50 foot -lbs.
3/4" diameter bolts or dowels = 60 foot -lbs.
No bolts exceeding 3/4" diameter shall be used. Nuts shall
be installed over malleable iron or cut plate washers when
bearing on wood and heavy cut washers when bearing on steel.
Allowable Design Values
Section 15.42.090. (a) Tension Anchors. Allowable values
for tension anchors are given in Table No. 15.42-B. A one-third
increase is not allowed for values listed in this table.
(b) Other Materials. Allowable values not specified in this
chapter shall be as specified elsewhere in the 1988 Uniform
Building Code.
Page 8
Detailed System Design Requirements
Section 15.42.100. (a) Lateral Force on Elements or
Structures and Nonstructural Components. Parts or portions of
structures, nonstructural components and their anchorage to the
main structural system shall be designed for lateral forces in
accordance with the following formula:
F p = Cp Wp
(10-1)
Wp shall be as defined in Section 2312(c) of the Uniform
Building Code. The value of Cp need not exceed the values set
forth in Table No. 15.42-C.
(b) Height to Thickness Limitations. Unreinforced masonry
wall height to thickness ratios shall not exceed the ratios set
forth in Table No. 15.42-D. If a wall height to thickness ratio
exceeds the specified limits, the wall shall be laterally
supported by bracing members complying with Subsection (c) 1 or
with Subsection (c)2. Bracing systems shall be designed in
accordance with Section 15.42.100(a)
(c) Bracing Methods. 1. Vertical Bracing Members. Vertical
bracing members shall be attached to floor and roof construction
for their design loads independent of required wall anchors.
Horizontal spacing of vertical bracing members shall not exceed
one-half the unsupported height of the wall nor 10 feet.
Deflection of such bracing members at design loads, as determined
from Section 2312(g)2 (1988 Uniform Building Code) and Formula
(12-10), shall not exceed one-tenth of the wall thickness.
2. Wall Bracing. The wall height may be measured to bracing
elements other than a floor or roof. Horizontal spacing of the
bracing elements and wall anchors shall not exceed 6 feet on
center nor 6 times the wall thickness, whichever is less.
Bracing elements shall be detailed to minimize the horizontal
displacement of the wall by the vertical displacement of the
floor or roof.
(d) Wall Anchorage. 1. Anchor Locations. Unreinforced
masonry walls shall be anchored at the roof and floor levels and
at vertical bracing members in order to resist the forces
specified in this section.
2. Wall Anchor Requirements. Wall anchors shall be tension
bolts through the wall having a maximum spacing of 6 feet nor 6
times the wall thickness, whichever is less. Alternate anchors
shall be combination tension and shear bolts complying with the
requirements set forth in Table No. 15.42-8. Tension bolts used
to resist required forces may be assumed to develop the allowable
values listed in Table No. 15.42-B. If access to the exterior
face of a masonry wall is prevented by proximity of an existing
Page 9
building or when the appearance of through the wall tension
anchors will affect the architectural appearance of the build-
ing,embedded bolts conforming to Table No. 15.42-B may be used.
Wall anchors shall be secured to the rafters or joists to trans-
fer the required forces into roof or floor sheathing.
3. Minimum Wall Anchorage Force. Anchorage of masonry walls
to each floor or roof shall resist a minimum force determined by
Formula (10-1) or 200 pounds per linear foot, whichever is
greater, acting normal to the wall at the level of the floor or
roof. Existing wall anchors installed under previous permits
must meet or must be upgraded to meet the requirements of this
Chapter.
4. Anchors at Corners. At the roof and floor levels, com-
bination tension and shear anchors shall be provided within two
feet horizontally from the inside of the corners of the walls.
(e) Parapets. Parapets and exterior wall appendages not
capable of resisting the forces specified in this section shall
be removed, stabilized or braced to insure that the parapets and
appendages remain in their original position.
The maximum height of an unbraced unreinforced masonry
parapet above the level of tension anchors shall not exceed one
and one-half (1-1/2) times the thickness of the parapet wall. If
the required parapet height exceeds this maximum height, a
bracing system designed for the force determined by formula (10-
1) shall be installed to support the parapet. Parapet corrective
work shall be performed in conjunction with the installation of
tension roof anchors.
The maximum height of a parapet above the horizontal
supports shall be twelve (12) inches.
(f) Veneer. 1. Unreinforced masonry walls which carry no
design loads other than their own weight may be considered as
veneer if they are adequately anchored to new supporting
elements.
2. Veneer shall be anchored with approved anchor ties,
conforming to the required design capacity specified in this code
and placed at a maximum spacing of 24 inches with a maximum
supported are of two (2) square feet.
EXCEPTION: Existing veneer anchor ties may be
acceptable provided the ties are in good condition and
conform to the following minimum size, maximum spacing and
material requirements.
Existing veneer anchor ties shall be corrugated
galvanized iron strips not less than one inch in width,
Page 10
eight inches in length and one -sixteenth of an inch in
thickness (1" X 8" x 1/16") or equal and shall be located
in every alternate course in the height of the wall at a
spacing not to exceed 18 inches on centers horizontally.
As a result, such ties may be laid in every fourth course
vertically at a spacing not to exceed nine (9) inches on
centers horizontally.
3. The location and condition of existing veneer ties shall
be verified as follows:
A. An approved testing laboratory shall verify the location
and spacing of the ties and shall submit a report to the building
official for approval as a part of the structural analysis.
B. The veneer in a selected area shall be removed to expose
a representative sample of ties (not less than four) for
inspection by the building official.
(g) Mortar Joints. A11 deteriorated mortar joints in
unreinforced masonry walls shall be pointed with Type S or N
mortar. Masonry cements shall not be used. Prior to any
pointing, the wall surface must be raked and cleaned to remove
loose and deteriorated mortar. All preparation and pointing
shall be done under continuous inspection by a special inspector
certified to inspect masonry or concrete. At the conclusion of
the project, the special inspector shall submit a written report
to the building official setting forth the portion of the work
inspected.
Tables and Standards
Section 15.42.110. For Time Limits and Technical
Specifications see Table Nos. 15.42-A, 15.42-B, 15.42-C, and
15.42-D; Standard Nos. 15.42-1 and 15.42-2.
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TABLE NO. 15.42-8
ALLOWABLE VALUES FOR TENSION ANCHORS
Type of Installation
EXISTING TENSION ANCHORS
FOR FLOORS AND ROOFS:
To be tested per Section 15.42.080(c)
TENSION BOLTS
Bolts extending entirely through
unreinforced masonry walls secured
with bearing plates on far side of
a 3 wythe minimum wall with a
bearing plate having an area of at
least 30 square inches. (2)(3)
COMBINATION TENSION AND SHEAR BOLTS:
Combination tension and shear bolts
are tension bolts centered in a
2-1/2 inch diameter by 8 inch
minimum depth hole with dry -pack
or nonshrink grout around the
circumference of bolt.
EMBEDDED BOLTS:
Bolts extending to the exterior
wall with a 2-1/2 inch round plate
under the head and drilled at an
angle of 22-1/2 degrees to the
horizontal. Bolts shall be
centered in 2-1/2 inch diameter
holes with dry -pack or non -shrink
grout around circumference of bolts.
Bolts shall be tested per Section
15.42.080(d). (2)(3)
Allowable Values (1)
Allowable shall be 40%
of the average of the
tests for anchors
having the same wall
thickness and joist
orientation.
1800 lbs. per bolt.
900 lbs. for 2 wythe
walls.
Same as for tension
bolts.
Same as for tension
bolts.
(1) A one-third increase in allowable stresses is not allowed.
(2) Bolts to be 1/2 -inch minimum in diameter.
(3) Drilling for bolts and dowels shall be done with an
electrical rotary drill. Impact tools shall not be used be for
drilling holes or tightening anchors and shear bolt nuts.
Page 13
TABLE NO. 15.42-C
HORIZONTAL FORCE FACTOR "Cp" FOR PARTS OF PORTIONS OF
BUILDINGS OR OTHER STRUCTURES
Part or Portion
of Buildings
Direction Value of
of Force Cp
Exterior bearing and nonbearing
walls; interior bearing walls
and partitions; interior non-
bearing walls and partitions
over 10 feet in height.
Cantilever parapet and other
cantilever walls, except
retaining walls.
Exterior and interior ornamen-
tations and appendages.
Prefabricated structural
elements, other than walls,
with force applied at center
of gravity of assembly.
Connections for exterior panels
or elements.
Page 14
Normal -to -flat 0.20
surface
Normal -to -flat 1.00
surface
Any direction 1.00
Any horizontal 0.30
direction
Any direction 2.00
TABLE NO. 15.42-D
ALLOWABLE VALUE OF HEIGHT -THICKNESS RATIO OF UNREINFORCED
MASONRY WALLS WITH MINIMUM QUALITY MORTAR (1)
Buildings with Crosswalls
As Defined by Section
15.42.040
All Other
Buildings
Walls of one-story
buildings
16 13
First -story walls
of two-story
buildings 16 15
Walls in top story of
two-story buildings
14 9
(1) Minimum quality mortar shall be determined by laboratory
testing in accordance with Section 15.42.070(b)3.
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STANDARD NO. 15.42-1
IN-PLACE MASONRY SHEAR TESTS
The bed joints of the outer wythe of the masonry shall be tested
in shear by laterally displacing a single brick relative to the
adjacent bricks in the same wythe. The head joint opposite the
loaded end of the test brick shall be carefully excavated and
cleared. The brick adjacent to the loaded end of the test brick
shall be carefully removed by sawing or drilling and excavating
to provide space for a hydraulic ram and steel loading blocks.
Steel blocks, the size of the end of the brick, shall be used on
each end of the ram to distribute the load to the brick. The
blocks shall not contact the mortar joints. The load shall be
applied horizontally, in the plane of the wythe, until either a
crack can be seen or slip occurs. The strength of the mortar
shall be calculated by dividing the load at the first crack or
movement of the test brick by the nominal gross area of the sum
of the two bed joints.
STANDARD NO. 15.42-2
POINTING OF UNREINFORCED MASONRY WALLS
POINTING
The old mortar should be cut out, by means of a toothing chisel
or a special painter's grinder, to a uniform depth of 3/4", or
until sound mortar is reached. Care must be taken not to damage
the brick edges. All dust and debris must be removed from the
joint by brushing, blowing air or rinsing with water.
Mortar mix shall be Type "5" or "N" proportions as called for in
the construction specification. The tuck -pointing mortar should
be pre -hydrated to reduce excessive shrinkage. The proper pre -
hydration process in as follows:
All dry ingredients should be thoroughly mixed. Only enough
clean water should be added to the dry mix to produce a damp,
workable consistency which will retain its shape when formed into
a ball. The mortar should stand in this dampened condition for
one to one and one-half hours.
The joints to be tuck -pointed should be dampened, but to ensure a
good bond, the brickwork must absorb all surface water. Add
water to the pre -hydrated mortar to bring it to a workable
consistency which is somewhat drier than conventional mortar.
The mortar should be packed tightly into the joints in thin
layers not to exceed 1/4 inch. Each layer should become
"thumbprint hard" before applying the next layer. The joints
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should be tooled to match the original profile after the last
layer of mortar is "thumbprint hard."
RELAYING OF BRICK
Replacement bricks must match the originals with respect to size,
color, and texture where exposed. A tuck -pointing toothing
chisel should be used to cut out the mortar which surrounds the
affected units. Power driven impact tools are not allowed. Once
the units are removed, all of the old mortar shall be carefully
chiseled out and all dust and debris shall be swept out with a
brush.
If used brick is to be relayed, it shall be cleaned of all old
mortar. The brick surfaces in the wall shall be dampened before
new units are placed, but the masonry should absorb all surface
moisture to ensure a good bond. The appropriate surfaces of the
surrounding brickwork and the replacement brick should be
buttered with mortar. The replacement brick should be centered
in the opening and pressed into position. The excess mortar
should be removed with a trowel. Pointing around the replacement
brick will help to ensure full, head and bed joints. When the
mortar becomes "thumbprint hard," the joints shall be tooled to
match the original profile.
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Ordinance No. 695
SECTION 2: This Ordinance shall take effect as
provided by law.
MOVED, PASSED AND ADOPTED this 28th day of January
1991.
MAYOTHE CITY OF BEAUMONT
ATTEST:
CITY CLERK
APPRO EAS TO FOR
ITY ATTOR
CERTIFICATION
I, Robert J. Bounds, City Clerk of the City of Beaumont, DO HEREBY
CERTIFY, that the foregoing Ordinance was introduced at a regular
meeting of the City Council of said City held on January 14
1991, and was duly adopted upon second reading on January 28
1991, upon the following roll call vote:
AYES: Council Member Leja, McLaughlin, MacNeilage, Parrott
and Mayor Connors.
NOES: None.
ABSTAIN: None.
ABSENT: None.
CITY CLERK, CITY OF BEAUMONT
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